Analytical and experimental investigation of the behavior of metal-plate-connected wood truss joints Public Deposited

http://ir.library.oregonstate.edu/concern/graduate_thesis_or_dissertations/5x21th467

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  • A commercially available, three-dimensional (3-D) finite-element (FE) analysis program was used to model metal-plate-connected (MPC) joints in wooden trusses. The model's features included consideration of material properties, teeth-to-grain-to-direction- of-force orientation, and wood-to-wood contact. Non-linear spring elements, placed on the wood surface between wood and plate, were used to represent wood-to-teeth interaction. Each tooth was represented as a single point consisting of three nonlinear spring elements, accounting for wood-to-teeth stiffness behavior in each of the three major plate directions. The stiffness properties for the spring elements were assigned based on tensile joint tests at various teeth-to-grain orientations. Once incorporated in the model, the per-tooth stiffness need not be adjusted for different loading conditions applied later to the joint model. The load-displacement (L-D) results from the model and the experimental results from tensile and bending tests of splice joints with different teeth-to-grain orientations showed a good agreement. Simplified models where wood-to-teeth interaction was represented using a reduced number of spring elements showed a potential for application in truss design. Furthermore, the behavior of five different types of MPC wood joints from an actual scissors truss was evaluated through testing, while simulating loads carried by truss members in service. Strength, stiffness, and failure modes were observed. For three out of five joints, the steel plate size governed the behavior of the entire joint, causing a steel-tearing failure mode. Models developed to simulate the five joints predicted axial L-D behavior of the joints relatively well, whereas the rotational behavior was not evaluated due to insufficiently defined boundary conditions during testing. Finally, an FE analysis of the entire scissors truss was performed. The 3-D truss model was compared to conventionally accepted, two-dimensional (2-D), beam-element- based truss FE models with different joint stiffness assumptions: pinned, rigid, semi-rigid, and fictitious element. The 3-D model predicted the overall experimental L-D truss behavior most accurately. The difference in displacement predictions by the 2-D models indicated that even more substantial discrepancies might exist in their predictions of truss forces and moments, which are the basis for truss design considerations.
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